CN112199744B - Hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement - Google Patents
Hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement Download PDFInfo
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- 238000006073 displacement reaction Methods 0.000 title claims abstract description 127
- 238000002955 isolation Methods 0.000 title claims abstract description 27
- 238000000034 method Methods 0.000 title claims abstract description 20
- 229910052755 nonmetal Inorganic materials 0.000 claims description 35
- 229910001220 stainless steel Inorganic materials 0.000 claims description 27
- 239000010935 stainless steel Substances 0.000 claims description 27
- 239000000463 material Substances 0.000 claims description 8
- 238000003466 welding Methods 0.000 claims description 4
- 230000035939 shock Effects 0.000 abstract description 4
- 238000010521 absorption reaction Methods 0.000 abstract description 3
- 238000009434 installation Methods 0.000 abstract 1
- 238000005265 energy consumption Methods 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 238000009413 insulation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000002457 bidirectional effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000005284 excitation Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
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- G—PHYSICS
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/04—Bearings; Hinges
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Abstract
A hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement comprises the steps of determining design parameters, determining the motion state of a support horizontally sliding to a combined design displacement D3, primarily completing support design, determining support horizontal limit displacement D41 and support iterative design, wherein the design input parameters of the seismic reduction and isolation support displacement are usually D4 (combined rare displacement after the normal displacement D of the support and the relative displacement D2 of a bridge in rare earthquakes are overlapped according to a certain rule), the design parameters are modified into D3 (combined design displacement after the normal displacement D of the support and the relative displacement D1 of the bridge in designed earthquakes are overlapped according to a certain rule), compared with the design parameters, the support displacement input quantity is remarkably reduced, namely the support structure size is reduced, the bridge design and installation are facilitated, and meanwhile the cost is reduced in a large range. The requirements of displacement and shock absorption and isolation performance under different earthquake grades are met, the plane size and cost of the support are effectively reduced, and the economy is improved.
Description
Technical Field
The invention belongs to the technical field of supports, and particularly relates to a hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement.
Background
In the earthquake-proof standard of the railway or highway bridge, the bridge vibration reduction and insulation device can allow large deformation and energy consumption damage to occur in the earthquake, and the vibration reduction and insulation device should have replaceability so as to protect the safety of the bridge and the abutment in the earthquake.
The seismic displacement of the current seismic reduction and isolation support is given by a bridge anti-seismic calculation result, and the designed displacement value is the combined displacement obtained by superposing the pier relative displacement and the normal temperature rise displacement according to a certain rule under rare earthquakes. In the design of the support, when the friction pair runs to the boundary, namely the boundary of the stainless steel slide plate is overlapped with the boundary of the nonmetal slide plate, the corresponding displacement of the support, namely the design displacement of the support, is the maximum allowable displacement of the support. In the reciprocating motion process of the support, the friction pair of the support, namely the stainless steel slide plate, can completely cover the nonmetal slide plate.
The energy consumption capability of the shock absorption and isolation support is limited, the friction and energy consumption are mainly carried out through friction pairs, the displacement of the bridge after the shock is larger in a high-intensity earthquake area, the width of a beam gap is often exceeded, and the plane size of the support is larger according to a common design method of the shock absorption and isolation support, so that the design of a beam body and a pier is difficult. Meanwhile, the design displacement of the seismic reduction and isolation support is mostly composed of rare earthquake displacement, and the probability of occurrence of rare earthquake of the bridge in the service life period is low, so that the cost of the support is increased to a certain extent, and the matching performance of the cost and the function is poor.
Disclosure of Invention
In order to solve the technical problems, the invention provides a hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement, which meets the requirements of displacement and seismic reduction and isolation performance under different seismic grades, effectively reduces the planar size and cost of the support and improves the economy.
In order to achieve the technical purpose, the adopted technical scheme is as follows: a hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement comprises the following steps:
s1, determining design parameters
The displacement obtained after superposition of the normal displacement D of the support and the bridge relative displacement D1 under the designed earthquake is recorded as a combined design displacement D3, wherein d3=a is equal to or more than d+d1, and a is equal to or less than 0 and equal to or less than 1; the displacement after superposition of the normal displacement D of the support and the bridge relative displacement D2 under rare earthquakes is recorded as combined rare displacement D4, d4=a+d2, and a is more than or equal to 0 and less than or equal to 1;
s2: finishing vertical bearing arrangement of nonmetallic sliding plate of support
The vertical pressure-bearing friction pair of the support comprises a sliding curved surface friction pair and a rotating curved surface friction pair, wherein the sliding curved surface friction pair and the rotating curved surface friction pair both comprise curved stainless steel sliding plates and nonmetallic sliding plates, the nonmetallic sliding plates are distributed in a mode of combining outer multi-circle standard circle phi 1 uniformly distributed and split embedding and inner center whole circular plate phi 2 embedding, and the uniformly distributed compressive stress of the combined nonmetallic sliding plates is controlled within the safe use stress of materials;
s3: determining the state of motion of the support sliding horizontally to the combined design displacement D3
When the support horizontally slides to the combined design displacement D3, the boundary of the stainless steel sliding plate phi 3 in the sliding curved surface friction pair is just in a first contact state with the boundary of the non-metal sliding plate phi 1 of the outermost ring standard circle;
s4: preliminary completion of support design
According to the design parameters of the support combination design displacement D3, the vertical bearing arrangement of the nonmetallic skateboard in the S2 and the definition of the movement state of the D3 combination design displacement in the S3, the support design is primarily completed with other design parameters of the support;
S5: determination of the horizontal limit displacement D41 of the support
According to the support which is preliminarily designed according to the step S4, the displacement of the stainless steel sliding plate phi 3 boundary in the sliding curved surface friction pair when the boundary of the non-metal sliding plate center whole plate phi 2 is firstly contacted is recorded as the horizontal limit displacement D41 of the support, when D4 is less than or equal to D41 and less than D5, D5 is collapse displacement, the displacement of the support meets the condition, the design of the support is completed, and when D41 is less than D4, S6 is carried out;
S6: iterative design of support
When D41 < D4, the combined design displacement D3 needs to be increased by the displacement D, d3=a×d+d1+d, d4=a×d+d2, and S2 to S5 are repeated, so that the obtained d41=d4 is calculated, and the displacement D needs to be increased, thereby completing the support design.
In the process of the step S2, the pressure equalizing of the inner center whole plate phi 2 is controlled to be checked between 1 to 3 times of the safe use stress of the sliding plate material, and the pressure equalizing is determined according to actual engineering.
The radius of curvature of the sliding curved surface friction pair is larger than or equal to that of the rotating curved surface friction pair.
According to the vertical direction, the sliding curved surface friction pair is positioned above the rotating curved surface friction pair, and when the stainless steel sliding plate in the sliding curved surface friction pair is welded, the welding seam needs to be subjected to smooth treatment.
The invention has the beneficial effects that:
1) The design input parameter of the displacement of the seismic isolation bearing is usually D4 (the combined rare displacement after the normal displacement D of the bearing and the relative displacement D2 of the bridge under rare earthquakes are overlapped according to a certain rule) in the past, and the invention is modified into D3 (the design displacement according to the combination after the normal displacement D of the bearing and the relative displacement D1 of the bridge under designed earthquakes are overlapped according to a certain rule), so that the displacement input quantity of the bearing is obviously reduced, namely the structural size of the bearing is reduced, the bridge is convenient to design and install, and meanwhile, the cost is greatly reduced.
2) In rare earthquakes, the support can slide to D4 displacement, so that the displacement requirement of the rare earthquakes is met; meanwhile, even if the nonmetallic sliding plate is partially damaged by the outer rings of the piecewise inlaid nonmetallic sliding plate, the vertical bearing part of the support at least comprises a central nonmetallic whole plate part, and compared with the seismic reduction and isolation performance of the designed seismic support under rare earthquakes, the seismic reduction and isolation performance of the designed seismic support is basically consistent.
3) Based on the design principle of designing the integrity of the earthquake support and local damage under rare earthquakes, the design requirement of allowing the earthquake reduction and isolation device to consume energy and damage and be replaced under large earthquakes according to the specification is met, and the earthquake reduction and isolation performance of the support is fully excavated by matching with the characteristic of high probability of occurrence of rare earthquakes compared with the designed earthquakes.
Drawings
FIG. 1 is a schematic view of the movable direction structure of a support in embodiment 1 of the present invention;
FIG. 2 is a schematic view of the non-metallic skateboard layout of the support of embodiment 1 of the present invention;
FIG. 3 is a schematic view showing the structure of the support of the embodiment 1 of the present invention when sliding to the combined design displacement D3;
FIG. 4 is a schematic view showing the structure of the support of embodiment 1 of the present invention when slid to the support horizontal limit displacement D41;
in the figure, 1, an upper seat board, 2, a sliding friction pair curved surface stainless steel sliding plate, 3, a sliding friction pair non-metal standard sliding plate, 4, a sliding friction pair curved surface non-metal center whole plate, 5, a middle seat board, 6, a rotating friction pair curved surface stainless steel sliding plate, 7, a rotating friction pair non-metal standard sliding plate, 8, a rotating friction pair curved surface non-metal center whole plate, 9 and a lower seat board.
Detailed Description
A hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement comprises the following steps:
s1, determining design parameters
The displacement obtained after superposition of the normal displacement D of the support and the bridge relative displacement D1 under the designed earthquake is recorded as a combined design displacement D3, d3=a, D+D1, a is more than or equal to 0 and less than or equal to 1, and the value a can be specifically determined according to actual engineering; the displacement after superposition of the normal displacement D of the support and the bridge relative displacement D2 under rare earthquakes is recorded as combined rare displacement D4, d4=a+d2, and a is more than or equal to 0 and less than or equal to 1;
s2: finishing vertical bearing arrangement of nonmetallic sliding plate of support
The vertical pressure-bearing friction pair of the support comprises a sliding curved surface friction pair and a rotating curved surface friction pair, wherein the sliding curved surface friction pair and the rotating curved surface friction pair both comprise curved stainless steel sliding plates and nonmetallic sliding plates, the nonmetallic sliding plates are distributed in a mode of combining outer multi-circle standard circle phi 1 uniformly distributed and split embedding and inner center whole circular plate phi 2 embedding, and the uniformly distributed compressive stress of the combined nonmetallic sliding plates is controlled within the safe use stress of materials;
s3: determining the state of motion of the support sliding horizontally to the combined design displacement D3
When the support horizontally slides to the combined design displacement D3, the boundary of the stainless steel sliding plate phi 3 in the sliding curved surface friction pair is just in a first contact state with the boundary of the non-metal sliding plate phi 1 of the outermost ring standard circle;
s4: preliminary completion of support design
According to the design parameters of the support combined design displacement D3, the vertical bearing arrangement of the nonmetallic skateboard in the S2 and the definition of the movement state of the D3 combined design displacement in the S3, the support design is primarily completed with other design parameters (such as vertical bearing capacity N, horizontal shearing force F, equivalent curvature radius R, corner theta and the like) of the support;
S5: determination of the horizontal limit displacement D41 of the support
And (3) primarily completing the design of the support according to the step (S4), recording the displacement of the stainless steel sliding plate phi 3 boundary in the sliding curved surface friction pair when the boundary of the non-metal sliding plate center whole plate phi 2 is contacted with the boundary of the non-metal sliding plate for the first time as the horizontal limit displacement D41 of the support, and when D4 is less than or equal to D41 and less than D5, wherein D5 is collapse displacement, the displacement of the support meets the condition, completing the design of the support, and when D41 is less than D4, performing the step (S6).
S6: iterative design of support
When D41 < D4, the combined design displacement D3 needs to be increased by the displacement D, d3=a×d+d1+d, d4=a×d+d2, and S2 to S5 are repeated, so that the obtained d41=d4 is calculated, and the displacement D needs to be increased, thereby completing the support design.
In the process of the step S2, the pressure equalizing of the inner center whole plate phi 2 is controlled to be checked between 1 to 3 times of the safe use stress of the sliding plate material, and the pressure equalizing is determined according to actual engineering.
The radius of curvature of the sliding curved surface friction pair is larger than or equal to that of the rotating curved surface friction pair.
According to the vertical direction, the sliding curved surface friction pair is positioned above the rotating curved surface friction pair, and when the stainless steel sliding plate in the sliding curved surface friction pair is welded, the welding seam needs to be subjected to smooth treatment.
Example 1
The design method of the bidirectional movable hyperboloid spherical seismic reduction and isolation support comprises an upper seat plate 1, a sliding friction pair curved surface stainless steel slide plate 2, a sliding friction pair non-metal standard slide plate 3, a sliding friction pair curved surface non-metal center integral plate 4, a middle seat plate 5, a rotating friction pair curved surface stainless steel slide plate 6, a rotating friction pair non-metal standard slide plate 7, a rotating friction pair curved surface non-metal center integral plate 8 and a lower seat plate 9, wherein the design method is shown in fig. 1. The design steps of the hyperboloid spherical seismic reduction and isolation support based on horizontal limit displacement are as follows:
S1, determining design parameters. The displacement obtained after superposition of the normal displacement D of the support and the bridge relative displacement D1 under the designed earthquake is recorded as combined design displacement D3=a, D+D1, and a=1; and (3) recording the displacement obtained by superposing the normal displacement D of the support and the bridge relative displacement D2 under rare earthquakes as combined rare displacement D4=a+D2, wherein a=1. And other design parameters of the support, such as vertical bearing capacity N, horizontal shearing force F, equivalent curvature radius R, rotation angle theta and the like are determined.
S2: and finishing the vertical bearing arrangement design of the nonmetal sliding plate of the support. The vertical pressure-bearing friction pair of the support comprises a sliding curved surface friction pair and a rotating curved surface friction pair, wherein the sliding curved surface friction pair and the rotating curved surface friction pair both comprise curved stainless steel sliding plates and nonmetal sliding plates, the nonmetal sliding plates in the sliding friction pair of the support are distributed in a mode of uniformly distributing and inlaying nonmetal standard sliding plates 3 (diameter phi 1) of 2 circles of sliding friction pairs uniformly and combining nonmetal central whole sliding plates 4 (diameter phi 2) of the sliding friction pair, allowable stress [ sigma ] of materials, the number of standard sliding plates of 1 st circle and 2 circles of the split inlaying standard sliding plates is n1 and n2 respectively, and the uniformly distributed compressive stress of the combined sliding and rotating curved surface nonmetal sliding plates is:
The nonmetallic skateboard of the rotating curve friction pair and the nonmetallic skateboard of the sliding curve friction pair are arranged uniformly, and the arrangement mode of the nonmetallic skateboard is shown in figure 2.
S3: the motion state of the support horizontally sliding to the combined design displacement D3 is determined. When the support horizontally slides to the combined design displacement D3, the boundary of the sliding friction pair curved surface stainless steel slide plate 2 just contacts with the boundary of the non-metal standard slide plate 3 of the outermost ring, and the first contact state is shown in fig. 3.
S4: and initially completing the design of the support. And (3) according to the design parameters of the support combined design displacement D3, the nonmetal slide plate arrangement in the S2 and the D3 combined design displacement motion state definition in the S3, the support design is primarily completed with other design parameters (such as vertical bearing capacity N, horizontal shearing force F, equivalent curvature radius R, rotation angle theta and the like) of the support.
S5: the support horizontal limit displacement D41 is determined. And (3) according to the support which is designed according to the S4, recording the displacement of the boundary of the stainless steel slide plate 2 with the sliding friction pair curved surface and the boundary of the nonmetal central whole plate 4 with the sliding friction pair curved surface as the horizontal limit displacement D41 of the support, and when D4 is less than or equal to D41 and less than D5, the displacement of the support meets the condition, and thus, the design of the support is completed. Wherein D5 is collapse displacement, namely, when the support beam body is collapsed by four supports (designed according to S4), the displacement of the supports when the beam body slides and collapses is larger than or far larger than D4 by default D5, and when D41 is smaller than D4, S6 is carried out.
S6: and (5) carrying out iterative design on the support. When D41 < D4, the support combination design displacement D3 needs to be increased by a displacement D such that d3=d+d1+d (a=1), and S1 to S5 are repeated such that d41=d4.
The pressure equalizing of the sliding friction pair curved surface nonmetallic center integral plate 4 (the vertical load N of the support design divided by the area of the sliding friction pair curved surface nonmetallic center integral plate 4) needs to be controlled to be 1.5 times of the allowable stress of the sliding plate material:
The curvature radius of the sliding curved surface friction pair of the support is usually larger than (or equal to) the curvature radius of the rotating curved surface friction pair; each curved surface friction pair of the support comprises a curved surface stainless steel slide plate and a nonmetal slide plate; when the sliding friction pair curved surface stainless steel slide plate 2 is welded with the upper seat plate 1, the welding seam needs to be subjected to smooth treatment, so that damage to the sliding friction pair nonmetal standard slide plate 3 in the seismic reciprocating motion process is reduced as much as possible.
The hyperboloid spherical seismic reduction and isolation support can slide normally and horizontally under normal conditions; under the condition of designed earthquake or rare earthquake, the earthquake energy is dissipated through the high friction resistance of the hyperboloid, the self-vibration period of the structure is prolonged, and the earthquake reduction and isolation effects are achieved. After the earthquake, the support forms restoring force together by means of low-level excitation at the end of the earthquake and self-weight force component of the upper structure along the tangential direction of the curved surface, so that the support is restored.
Claims (4)
1. A hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement comprises an upper seat plate (1), a sliding friction pair curved surface stainless steel sliding plate (2), a sliding friction pair non-metal standard sliding plate (3), a sliding friction pair curved surface non-metal center whole plate (4), a middle seat plate (5), a rotating friction pair curved surface stainless steel sliding plate (6), a rotating friction pair non-metal standard sliding plate (7), a rotating friction pair curved surface non-metal center whole plate (8) and a lower seat plate (9), wherein the top surface and the bottom surface of the middle seat plate (5) are convex curved surfaces, the bottom surface of the upper seat plate (1) and the top surface of the middle seat plate (5) are matched curved surfaces, a sliding curved surface friction pair is arranged between the upper seat plate (1) and the middle seat plate (5), the sliding curved surface friction pair is composed of the sliding friction pair curved surface stainless steel sliding plate (2) arranged on the upper seat plate (1) and the sliding friction pair non-metal standard sliding plate (3) arranged on the top surface of the middle seat plate (5), the bottom surface of the middle seat plate (5) and the top surface of the lower seat plate (9) are matched curved surfaces, the middle seat plate (5) and the rotating pair of the rotating friction pair (9) is arranged between the bottom surface of the middle seat plate (5) and the rotating pair (9), and the rotating pair is arranged on the stainless steel sliding pair curved surface (6 The rotating friction pair curved surface nonmetal central whole plate (8) arranged at the center of the lower seat plate (9) and the rotating friction pair nonmetal standard sliding plate (7) arranged at the periphery of the top surface of the lower seat plate (9) are characterized in that: the design method comprises the following steps:
s1, determining design parameters
The displacement obtained after superposition of the normal displacement D of the support and the bridge relative displacement D1 under the designed earthquake is recorded as a combined design displacement D3, wherein d3=a is equal to or more than d+d1, and a is equal to or less than 0 and equal to or less than 1; the displacement after superposition of the normal displacement D of the support and the bridge relative displacement D2 under rare earthquakes is recorded as combined rare displacement D4, d4=a+d2, and a is more than or equal to 0 and less than or equal to 1;
s2: finishing vertical bearing arrangement of nonmetallic sliding plate of support
The vertical pressure-bearing friction pair of the support comprises a sliding curved surface friction pair and a rotating curved surface friction pair, wherein the sliding curved surface friction pair and the rotating curved surface friction pair both comprise curved stainless steel sliding plates and nonmetallic sliding plates, the nonmetallic sliding plates are distributed in a mode of combining outer multi-circle standard circle phi 1 uniformly distributed and split embedding and inner center whole circular plate phi 2 embedding, and the uniformly distributed compressive stress of the combined nonmetallic sliding plates is controlled within the safe use stress of materials;
s3: determining the state of motion of the support sliding horizontally to the combined design displacement D3
When the support horizontally slides to the combined design displacement D3, the boundary of the stainless steel sliding plate phi 3 in the sliding curved surface friction pair is just in a first contact state with the boundary of the non-metal sliding plate phi 1 of the outermost ring standard circle;
s4: preliminary completion of support design
According to the design parameters of the support combination design displacement D3, the vertical bearing arrangement of the nonmetallic skateboard in the S2 and the definition of the movement state of the D3 combination design displacement in the S3, the support design is primarily completed with other design parameters of the support;
S5: determination of the horizontal limit displacement D41 of the support
According to the support which is preliminarily designed according to the step S4, the displacement of the stainless steel sliding plate phi 3 boundary in the sliding curved surface friction pair when the boundary of the non-metal sliding plate center whole plate phi 2 is firstly contacted is recorded as the horizontal limit displacement D41 of the support, when D4 is less than or equal to D41 and less than D5, D5 is collapse displacement, the displacement of the support meets the condition, the design of the support is completed, and when D41 is less than D4, S6 is carried out;
S6: iterative design of support
When D41 < D4, the combined design displacement D3 needs to be increased by the displacement D, d3=a×d+d1+d, d4=a×d+d2, and S2 to S5 are repeated, so that the obtained d41=d4 is calculated, and the displacement D needs to be increased, thereby completing the support design.
2. The hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement of claim 1, which is characterized in that: in the process of the step S2, the pressure equalizing of the inner center whole plate phi 2 is controlled to be checked between 1 to 3 times of the safe use stress of the sliding plate material, and the pressure equalizing is determined according to actual engineering.
3. The hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement of claim 1, which is characterized in that: the radius of curvature of the sliding curved surface friction pair is larger than or equal to that of the rotating curved surface friction pair.
4. The hyperboloid spherical seismic reduction and isolation support design method based on horizontal limit displacement of claim 1, which is characterized in that: according to the vertical direction, the sliding curved surface friction pair is positioned above the rotating curved surface friction pair, and when the stainless steel sliding plate in the sliding curved surface friction pair is welded, the welding seam needs to be subjected to smooth treatment.
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